This document provides information for designing a 350KL overhead water tank at a university campus. Key details include:
- The tank will be an Intze tank with a column and brace staging structure up to a height of 25m.
- Water demand calculations estimate a required capacity of 350KL based on current and projected student population.
- Design requirements specify the grade of concrete and steel to be used, reinforcement ratios, and that the working stress method be used for the tank structure while limit state design is used for other components like columns and foundations.
- Foundations will be circular ring and raft foundations based on soil testing showing a safe bearing capacity of 100kN/m2.
- Staging height is
Structural engineering i- Dr. Iftekhar Anam
Structural Stability and Determinacy,Axial Force, Shear Force and Bending Moment Diagram of Frames,Axial Force, Shear Force and Bending Moment Diagram of Multi-Storied Frames,Influence Lines of Beams using Müller-Breslau’s Principle,Influence Lines of Plate Girders and Trusses,Maximum ‘Support Reaction’ due to Wheel Loads,Maximum ‘Shear Force’ due to Wheel Loads,Calculation of Wind Load,Seismic Vibration and Structural Response
http://www.uap-bd.edu/ce/anam/
Structural engineering i- Dr. Iftekhar Anam
Structural Stability and Determinacy,Axial Force, Shear Force and Bending Moment Diagram of Frames,Axial Force, Shear Force and Bending Moment Diagram of Multi-Storied Frames,Influence Lines of Beams using Müller-Breslau’s Principle,Influence Lines of Plate Girders and Trusses,Maximum ‘Support Reaction’ due to Wheel Loads,Maximum ‘Shear Force’ due to Wheel Loads,Calculation of Wind Load,Seismic Vibration and Structural Response
http://www.uap-bd.edu/ce/anam/
Gantry girder
Gantry girder or crane girder hand operated or electrically operated overhead cranes in industrial building such as factories, workshops, steel works, etc. to lift heavy materials, equipment etc. and carry them from one location to other , within the building
The GANTRY GIRDER spans between brackets attached to columns, which may either be of steel or reinforced concrete. Thus the span of gantry girder is equal to centre to centre spacing of columns. The rails are mounted on gantry girders.
Loads acting on gantry girder
Gantry girder, having no lateral support in its length (laterally unsupported) has to withstand the following loads:
1. Vertical loads from crane :
Self weight of crane girder
Hook load
Weight of crab (trolley)
2. Impact load from crane :
As the load is lifted using the crane hook and moved from one place to another, and released at the required place, an impact is felt on the gantry girder.
3. Longitudinal horizontal force (Drag force) :
This is caused due to the starting and stopping of the crane girder moving over the crane rails, as the crane girder moves longitudinally, i.e. in the direction of gantry girder.
This force is also known as braking force, or drag force.
This force is taken equal to 5% of the static wheel loads for EOT or hand operated cranes.
4. Lateral load (Surge load) :
Lateral forces are caused due to sudden starting or stopping of the crab when moving over the crane girder.
Lateral forces are also caused when the crane is dragging weights across the' floor of the shop.
Types of gantry girders
Depending upon the span and crane capacity, there can be many forms of gantry girders. Some commonly used forms are shows in fig .
Rolled steel beams with or without plates, channels or angles are normally used for spans up to 8m and for cranes up to 50kN capacity.
Plate girder are suitable up to span 6 to 10 m.
Plate girder with channels, angles, etc. can be used for spans more than 10m
Box girder are used foe spans more than 12m.
Design of water tank (RCC design) By Working Stress Method as per Indian Standards.
Useful for Practicing Civil Engineers & Students of B.Tech & B.E in civil
This ppt is more useful for Civil Engineering students.
I have prepared this ppt during my college days as a part of semester evaluation . Hope this will help to current civil students for their ppt presentations and in many more activities as a part of their semester assessments.
I have prepared this ppt as per the syllabus concerned in the particular topic of the subject, so one can directly use it just by editing their names.
Gantry girder
Gantry girder or crane girder hand operated or electrically operated overhead cranes in industrial building such as factories, workshops, steel works, etc. to lift heavy materials, equipment etc. and carry them from one location to other , within the building
The GANTRY GIRDER spans between brackets attached to columns, which may either be of steel or reinforced concrete. Thus the span of gantry girder is equal to centre to centre spacing of columns. The rails are mounted on gantry girders.
Loads acting on gantry girder
Gantry girder, having no lateral support in its length (laterally unsupported) has to withstand the following loads:
1. Vertical loads from crane :
Self weight of crane girder
Hook load
Weight of crab (trolley)
2. Impact load from crane :
As the load is lifted using the crane hook and moved from one place to another, and released at the required place, an impact is felt on the gantry girder.
3. Longitudinal horizontal force (Drag force) :
This is caused due to the starting and stopping of the crane girder moving over the crane rails, as the crane girder moves longitudinally, i.e. in the direction of gantry girder.
This force is also known as braking force, or drag force.
This force is taken equal to 5% of the static wheel loads for EOT or hand operated cranes.
4. Lateral load (Surge load) :
Lateral forces are caused due to sudden starting or stopping of the crab when moving over the crane girder.
Lateral forces are also caused when the crane is dragging weights across the' floor of the shop.
Types of gantry girders
Depending upon the span and crane capacity, there can be many forms of gantry girders. Some commonly used forms are shows in fig .
Rolled steel beams with or without plates, channels or angles are normally used for spans up to 8m and for cranes up to 50kN capacity.
Plate girder are suitable up to span 6 to 10 m.
Plate girder with channels, angles, etc. can be used for spans more than 10m
Box girder are used foe spans more than 12m.
Design of water tank (RCC design) By Working Stress Method as per Indian Standards.
Useful for Practicing Civil Engineers & Students of B.Tech & B.E in civil
This ppt is more useful for Civil Engineering students.
I have prepared this ppt during my college days as a part of semester evaluation . Hope this will help to current civil students for their ppt presentations and in many more activities as a part of their semester assessments.
I have prepared this ppt as per the syllabus concerned in the particular topic of the subject, so one can directly use it just by editing their names.
In this you will find some of the basic thing regarding the elevated water tank and this is our one of the team project work in college. Hope you will enjoy it....
CADmantra Technologies pvt. Ltd. is a CAD Training institute specilized in producing quality and high standard education and training. We are providing a perfact institute for the students intersted in CAD courses CADmantra is established by a group of engineers to devlop good training system in the field of CAD/CAM/CAE, these courses are widely accepted worldwide.
#catiatraining
#ANSYS #CRE-O
#hypermesh
#Automobileworkshops
#enginedevelopment
#autocad
#sketching
The presentation summarizes the project work done on "Seismic Analysis of Elevated Water Tank". Elevated water tanks are important structures that serve the function of supplying municipal water to the civil community. The stability of such structure is highly uncertain in the eve of earthquake. This project analyses the performance of such a structure in the eve of earthquake.
The project is done as a course requirement for undergraduate degree in May 2013. The degree in pursuit was "Bachelor of Technology in Civil Engineering" in National Institute of Technology in Tiruchirappalli (INDIA). The authors were in final year of the study during the making of the project.
Content;
1. Top spherical dome.
2. Top ring beam.
3. Cylindrical wall.
4. Bottom ring beam.
5. Conical dome.
6. Circular ring beam.
The basics of enticing water tank design and the related components are broadly calculated in this document. The next few documents will demonstrate the design of Intze tank members like column, bracing and foundation. Keep following the updates.....
Rfp document for preparation of comprehensive detailed project report for rej...
350 kl overhead water intze tank design
1. 1
STRUCTURAL DESIGN OF 350KL
OVERHEAD WATER TANK AT INDIRA
GANDHI NATIONAL OPEN
UNIVERSITY, TELIBAGH LUCKNOW
2. 2
DATA
1. Type of Tank: Intze Tank
2. Capacityof the tank: 350KL
3. Type of staging: Column& Brace type
4. Depthof foundation: 2.5m
5. Safe BearingCapacityof Soil: 100KN/m2
6. Type of foundation: CircularRing&Raft foundation
7. Grade of Concrete: M-25
8. Grade of Steel: Fe-415
9. Heightof staging: 25m
10. Type of soil: SoftClay
11. Heightof BuildinguptoTerrace: 15.6m
12. No.of floorsinBuilding: G+3
13. Basic WindPressure: 1500N/m2
14. SesmicZone of Lucknow: Zone 3
15. No.of studentinCollege: 2000
16. Water consumptionrate
(Percapitademandinlitresperdayper head): 45
17. Designperiodfortank: 30 years
18. No.of studentinhostels: 1600
3. 3
OBJECTIVE
1:- To make a studyaboutthe analysisanddesignof watertank
2:- To make a studyaboutthe guidelinesforthe designof liquidretainingstructure accordingto
IS Code
IS: 3370 part 2-2009
IS: 456:2000
3:- To knowabout the designphilosophyforthe safe andeconomical designof watertank
4:- To estimate the overall costformakingthe Intze Tank
4. 4
WATER QUANTITY ESTIMATION IN COLLEGE CAMPUS
Populationorthe numberof studentstobe servedin2014 = 2000
Let populationtobe increasedatrate of 10% per decade
Numberof students(2014) = 2000
Numberof studentsin2024 = 2200
Numberof studentsin2034 = 2420
Numberof studentsin2044 = 2662
Quantity = per capitademand× Population
= 45 × 2662
= 1,19,790 litres
= 120 KL (assume)
5. 5
FLUCTUATION IN RATE OF DEMAND
Average dailypercapitademandincollege campus = 45 lpcd
If this average suppliedatall the timesitwill notbe sufficienttomeetthe fluctuation.
HOURLY VARIATION
(1) Duringthe entryof college from8to 9 inthe morning.
(2) Duringthe lunchfrom12 to 1 in the afternoon.
6. 6
WATER CONSUMPTION IN HOSTEL
Average dailypercapitademandinhostels=135 lpcd.
Quantity = 136 × 1600
= 216 KL
Total quantity = 216 + 130
= 346 KL
͌ 350 KL
7. 7
DESIGN REQUIREMENTOFTANK
* Concrete mix weakerthanM-20 isnot usedbecause of highergrade lesserporosityof
concrete.
* Minimumquantityof cementinconcrete shall be notlessthan30 KN/m3
.
* Use of small size bars.
* Coefficientof expansiondue totemperature=11×10-6
/˚C
* Coefficientof shrinkage maybe taken= 450 × 10-6
forinitial and200 × 10-6
fordrying
shrinkage.
* Minimumcovertoall reinforcementshouldbe 20 mmor the diameterof mainbarwhichever
isgreater.
* Anoverheadliquidretainingstructure isdesignusingworkingstressmethodavoidingthe
cracking inthe tank and to preventthe leakage andthe componentof tankcanbe designusing
LIMIT STATE METHOD
(example:-column,foundation,bracing,stairsetc.).
* Code usingIS:3370-PART 2-2009
IS: 456:2000
* The leakage ismore withhigherliquidheadandithas beenobservedthad waterheadupto
15m doesnotcause leakage problem.
* Inorder to minimizecrackingdue toshrinkage andtemperature,minimumreinforcementis
recommendedas-
(i) For thickness≤100 mm = 0.3%
(ii) Forthickness≥450 mm = 0.2%
For thicknessbetween100mm to 450 mm= varieslinearlyfrom0.3% to0.2%
* For concrete thickness≥225 mm, twolayerof reinforcementbe placedone nearwaterface
and otherawayfrom waterface.
8. 8
FROM IS -3370
(i) For loadcombinationwaterloadtreatedasdeadload.
(ii) Cracking– The maximumcalculatedsurface widthof concrete fordirecttensionandflexure
or restrainedtemperatureandmoisture effectshall notexceed0.2mmwithspecifiedcover.
(iii) Shrinkagecoefficientmaybe assumed= 300 × 10-6
.
(iv) Bar spacingshouldgenerallynotexceedthan300 mm or the thicknessof the section
whicheverisless.
11. 11
Minimumlengthof pipe requirement
= 2 × heightof buildingupto3 storeysfromthe level +lateral distance uptothe centre of tank
= 2 × 15.6 + 18
= 49.2 m
≈ 50 m
Headloss ℎℎ =
4×2.61×10−3
×50×5.522
2×9.81×0.15
= 5.40 m
HEIGHT OF STAGGING
Total hydrostaticpressure ontank P = ρgh
Total head=
ℎ
ℎ
+
ℎ2
2ℎ
+ ℎ + ℎℎ+ ℎℎℎℎℎ ℎℎℎℎℎℎ
Minor loss(assume) =1 m.
=
ℎℎ
ℎ
+
ℎ2
2ℎ
+ ℎ+ ℎℎ+ 1
= 4.5 +
5.522
2×9.81
+ 15.6+ 5.4 + 1
= 28.08 ℎ
Usingtotal head= 29.5
Heightof stagging= 29.5 – 4.5
= 25 m
12. 12
DESIGN OF TOP DOME
Assume thicknessof topdome =100 mm.
Meridional thrustatedges ℎ1 =
ℎℎ1
1+ℎℎℎℎ1
Deadload of top dome = 0.100 × 25 = 2.5 KN/m2
Live loadon topdome = 0.75 KN/m2
(assume)
Total load P = 3.25 KN/m2
ℎ1 =
3.25 × 103
× 18.5
1 + ℎℎℎ 18.92
= 30897.15 N/m
Meridional stress=
30897.15
100×100
= 0.308MPa < 5 MPa (OK)
Maximumhoopstressoccurs at the centre and itsmagnitude
ℎℎ1
2ℎ1
=
3.25×103
×18.5
2×0.100
=0.30 N/mm2
=0.3 MPa < 5MPa (OK)
Provide nominal reinforcementof 0.24%.
ℎℎℎ =
0.24×100×1000
100
= 240ℎℎ2
Use 8 mmbars.
ℎℎ = 50 ℎℎ2
Spacing =
1000×50
240
= 208.33
= 205 mm c/c.
Provide 8 mmbars @ 205 mm c/c radiallyandcircumtentiallyasshowninfigure.
The 205 mm c/c for radial bar isprovidedatthe springingof the dome.
At the crown the spacingreducestozero.
Hence the curtailmentof radial barsmay be carriedout at the appropriate distance.
14. 14
DIMENSION OF TANK
Innerdiameterof cylindrical portion D= 12 m
Rise of top dome h1 = 1 m
Rise of bottom dome h2 = D/8 = 1.5 m (centre)
Free board= 0.15 m
Diameterof ringbeamDo = 5/8 D = 7.5 = 8 m
Rise of bottomdome (side) ho = 3/16 × D
= 2.25 m
= 2.5 m
Capacityof tank:-
ℎ =
ℎℎ2
ℎ
4
+
ℎℎℎ
12
(ℎ2
+ ℎℎ
2
+ ℎℎℎ)−
ℎℎ2
2
(3ℎ2−ℎ2)
3
Radiusof bottomcircular dome:-
1.5 × (2R2 – 1.5) = 42
2R2 – 1.5 = 10.67
R2 =6 m
SinƟ2 =
4
6
Ɵ2 = 41.8o
ℎ =
ℎℎ2
ℎ
4
+
ℎℎℎ
12
(ℎ2
+ ℎℎ
2
+ ℎℎℎ) −
ℎℎ2
2
(3ℎ2−ℎ2)
3
350 =
ℎ×122
×ℎ
4
+
ℎ×2
12
(122
+ 82
+ 12 × 8) −
ℎ×1.52
(3×6−1.5)
3
350 = 113ℎ + 160− 38.87
ℎ = 2 ℎ
Radiusof top circulardome:-
1 × (2R1-1) = 6 × 6
R1 = 18.5 m
15. 15
SinƟ1 = 6/18.5
Ɵ1 = 18.92o
Designof top ringbeam:-
A ringbeamis providedatthe junction of topdome and the vertical wall toresisthooptension
inducedbythe top dome.
Horizontal componentof meridional thrust P1 = T1 cos Ɵ1
= 30897.15 cos 18.92o
= 29227.8 N/m.
Total hoop tension tending to rupture of beam =
ℎ1×ℎ
2
=
29227.8×12
2
= 175366.8ℎ
Permissible stress in HYSD bars = 150 N/m2
Ash = 175366.8/150 = 1170 mm2
Provide 20 mm bars (314.15) as hoop.
Number of 12 mm bars = 1170 / 314.15
= 3.72
= 4
Actual Ash = 4 × ℎ/4 × 202
= 1256.63 mm2
= 1257 mm2
Provide 4-20 mm ø hoop and 8 mm bars tie @ 205 mm c/c.
Hence the cross sectional area of concrete
1.3=
175366.8
ℎ+1257×8
Ac = 124841.53
Provide ring beam of 320 mm × 400 mm.
16. 16
Designof cylindrical wall:-
In the membrane analysisthe tankwall isassumedtobe free attop andbottom maximumhoop
tensionoccursat the base of the wall and itsmagnitude:-
=
ℎℎℎℎ
2
=
9800×ℎ×12
2
= 58800 ℎ
Hoop tensionatanydepthx fromthe top
X (m) Hoop tension(N/m)
0 0
1 58800
2 117600
Minimumthicknessof cylindrical wall =3 H + 5
= 3 × 2 + 5
= 11 cm.
Provide 20 cm at the bottomand taperit to12 cm at top.
At x = 1 m.
Areaof steel Ash = 58800/150
= 392 mm2
Provide 8 mmbars.
Aø = 50.26 mm2
Spacing= (1000 × 50.26) / 392
= 130 mm c/c.
At x = 2 m.
Areaof steel Ash = 117600/150
= 784 mm2
Provide 10 mm bars.
Aø = 78.53 mm2
Spacing= (1000 × 78.53) / 784
= 100 mm c/c.
17. 17
The hoop steel maybe curtailedaccordingtohooptensionatdifferentheightalongthe wall
provided0.24%of minimumvertical reinforcement.
Average thicknessof wall =(120+200) / 2 = 160 mm.
Ash =
0.24×160×1000
100
= 384 mm2
Provide 8 mmø.
Aø = 50.26 mm2
Spacing=
50.26×1000
384
= 130mm c/c.
Designof ringbeamB3:-
Thickness=100 mm
Rise = 1.5 m (centre)
Base dia.= 8 m
Raidusof curvature = 6 m
Cos 41.8o
= 0.745
The ring beamconnectthe tank wall withinconical dome.The vertical loadatthe junctionof the
wall withconical dome istransferredtothe ringbeamB3 by horizontal thrust.Inthe conical dome
the horizontal componentof thrustcauseshooptensionatthe junction.
W = Load transferredthroughthe tankwall atthe topof conical dome /unitlength.
Øo = Inclinationof conical dome.
T = Meridional thrustinconical dome at the junction.
tan Øo = 2/2.5
26. 26
Hysd bars σst=150 N/mm2
Neuteral axisdepthfactor(K)
K=
ℎℎℎℎℎ
ℎℎℎℎℎ+ℎℎℎ
m=
280
3ℎℎℎℎ
=
280
3×8.5
=10.98
=10.98 ×
8.5
10.98×8.5+150
=0.383
LeverArm
J=1-K/3=0.872
R=1/2×σcbc×J×k=1/2×8.5×0.872×0.383
1.41
Mr=Rbd2
Reqeff.Depth(d)-
255800.78=1.41×600×d2
d=550mm
Howeverkeeptotal depth=700mm fromshearpointof view.
Max shearforce at support Fo=WRƟ
=308423.9×4×π/8
=484471.12N
S.F.at any pointF=WR(Ɵ-φ)
=308423.9×4×(22.5-9.5) ×π/180
=279916.6N
B.M. at the pointyof max torssional momentφm=9.50
Mφ=WR2
(ƟSinφ+ƟCosƟCosφ-1) sagging
=308423.9×42
×(π/8×sin9.5+π/8×cot22.5×cos9.5-1)
=4934.78Nm sagging
The torsionmomentat any point-
Mpt
=WR2
[Ɵcosφ-Ɵcosφsinφ-(Ɵ-φ)]
27. 27
At the support φ=0 M0
t
=WR2
(Ɵ-φ)=0
At the midspan φ=Ɵ=22.5=π/8 radian
Mφ
t
= WR2
[ƟcosƟ]-[
Ɵℎℎℎøℎℎℎø
ℎℎℎø
]=0
Hence we have the followingcombinationof B.M.& torsional moment:-
(a)atthe support
M0 =255800.78 NM(hoggingornegative)
M0
t
=0